REVIEWED BLD2020-0750+Calculations+1.4.2021_10.38.40_PM+1973175..,.,.,.,.,.,...............................
REVIEWED
BY
CITY OF EDMONDS
BUILDING DEPARTMENT
I.L. GROSS
STRUCTURAL ENGINEERS
RESUB
Jan 05 2021
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
Foster Residence
Revised Deck
Edmonds, WA
Calculations for Permit Submittal
January 4th, 2021
23914 5611, Ave W - Suite # 200 Mountlake Terrace, WA 98043 Ph. (206) 623-0769 • (425) 640-7333
Foster Deck
Design Criteria
2018 International Building Code
Seismic analysis Ss = 1.317
S1 = 0.518
Wind Analysis V = 110 mph
Exp = B
KZt = 1
Elevator Loads Per Manuf
Live Loads
Deck 60 psf
Dead Loads
Deck
2x Decking 1.5 psf
Framing 3 psf
Misc 0.5 psf
5.0 psf
Soil bearing pressure = 500 psf at pad footings away from slope
Soil bearing pressure = 1500 psf at concrete piles
12" diameter helical pile Axial Capacity = 10 kips
8
r
e
Fi
E
7
6 5 4
3 2 1
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" '' (LOWER DECK)
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(.) `�,� �� I III II II II II II II II II II II II II II II I '
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I III II II II II II II JI_ _IL II II II II II II I
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247.76 . I III II II II II II , II II II II , II II II II II II
` III II II II II III II II II II 111 II II II II II 120.00
1 II II II II III II II II II III II II II II II
II II II II II 111� II II II II i II II II II II II
II II II II a II �n II II n� II n n tl II II
1 II II II II II it. II II .4 II II II II II II
I II II n u II n 11--1i n II n n tl II II
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II II II II II II II II II II II II II II
II II II II II II II II II II II II
II II II II II II II II II II II II
II II II II II II II II II II
" II II SPACE UNDER DECk
II II II II II II TO BE KEPT CLEAR
52.18
R164.24 FOR STORAGE
I�
I
83.3 � � 83.3
253.75
UNLESS OTHERWISE SPECIFIED: FINISH:
DIMENSIONS ARE IN MILLIMETERS
SURFACE FINISH:
TOLERANCES:
LINEAR:
ANGULAR:
NAME SIGNATURE DATE
DRAWN C. FOSTER 10/24/20
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ASCE Seismic Base Shear
Project Title: Foster Deck & Addition
Engineer: VM
Project ID:
Project Descr:
Software
Printed: 4 JAN 2021, 11:51AM
INC. 1983-2020. Build:12.20.5.31
DESCRIPTION: Foster Deck Revised Seismic Forces
Foster Deck Revised Seismic Forces
Risk Category Calculations per ASCE 7-16
Risk Category of Building or Other Structure : "II" : All Buildings and other structures except those listed as Category I, III, and IV ASCE 7-16, Page 4, Table 1.5-1
Seismic Importance Factor = 1 ASCE 7-16, Page 5, Table 1.5-2
USER DEFINED Ground Motion ASCE 7-1611.4.2
Max. Ground Motions, 5% Damping:
Ss = 1.317 g, 0.2 sec response
S 1 = 0.5180 g,1.0 sec response
Conforms to ASCE 7 Section 12.8.1.3: Regular structure with period of 0.5 s or less, SDS limited to max of 0.7*SDS or 1.0 for calculation of Cs.
Site Class, Site Coeff. and Design Category
Site Classification "D" : Shear Wave Velocity 600 to 1,200 ftlsec = D ASCE 7-16 Table 20.3-1
Site Coefficients Fa & Fv Fa = 1.00 ASCE 7-16 Table 11.4-1 & 11.4-2
(using straight-line interpolation from table values) Fv = 1.72
Maximum Considered Earthquake Acceleration S Ms = Fa * Ss = 1.317 ASCE 7-16 Eq. 11.4-1
S M1 = Fv * S1 = 0.890 ASCE 7-16 Eq. 11.4-2
Design Spectral Acceleration SIDS S Ms213 = 0.878
ASCE 7-16 Eq. 11.4-3
S D1 S Mi 213 = 0.593
ASCE 7-16 Eq. 11.4-4
Seismic Design Category = D
ASCE 7-16 Table 11.6-1 & -2
Resisting System
ASCE 7-16 Table 12.2-1
Basic Seismic Force Resisting System ... Cantilevered column systems detailed to conform to specific classification
6.Timber frames
Response Modification Coefficient " R " = 1.50 Building height Limits
System Overstrength Factor " Wo " = 1.50 Category "A & B" Limit: Limit = 35
Category "C" Limit: Limit = 35
Deflection Amplification Factor " Cd " = 1.50 "D"
Category Limit: Limit = 35
NOTE! See ASCE 7-16 for all applicable footnotes. Category "E" Limit: Not Permitted
Category "F" Limit: Not Permitted
Lateral Force Procedure
ASCE 7-16 Section 12.8.2
Equivalent Lateral Force Procedure
The "Equivalent Lateral Force Procedure" is being used according to the provisions of ASCE 7-1612.8
Determine Building Period
Use ASCE 12.8-7
Structure Type for Building Period Calculation : All Other Structural Systems
" Ct " value = 0.020 " hn " : Height from base to highest level = 19.0 ft
"x"value = 0.75
" Ta " Approximate fundemental period using Eq. 12.8-7 : Ta = Ct * (hn A x) = 0.182 sec
"TL" : Long -period transition period per ASCE 7-16 Maps 22-14 -> 22-17 6.000 sec
Building Period " Ta " Calculated from Approximate Method selected
= 0.182 sec
Cs " Response Coefficient
ASCE 7-16 Section 12.8.1.1
S DS: Short Period Design Spectral Response = 0.878 From Eq. 12.8-2, Preliminary Cs
= 0.585
" R " : Response Modification Factor = 1.50 From Eq. 12.8-3 & 12.8-4 , Cs need not exceed
= 2.173
" I " : Seismic Importance Factor = 1 From Eq. 12.8-5 & 12.8-6, Cs not be less than
= 0.039
User has selected ASCE 12.8.1.3 : Regular structure, Cs :Seismic Response Coefficient =
= 0.5853
Less than 5 Stories and with T <<= 0.5 sec, SO Ss <=1.5 for Cs calculation
Project Title: Foster Deck & Addition
Engineer: VM
Project ID:
Project Descr:
Printed: 4 JAN 2021, 11:51AM
ASCE Seismic Base Shear File:FosterDeckREDESIGN.ec6
Software copyright ENERCALC, INC.1983-2020, BuiId:12.20.5.31
-•
DESCRIPTION: Foster Deck Revised Seismic Forces
Seismic Base Shear ASCE 7-16 Section 12.8.1
Cs = 0.5853 from 12.8.1.1
W ( see Sum Wi below) =
10.32 k
Seismic Base Shear V = Cs * W =
6.04 k
Vertical Distribution of Seismic Forces
ASCE
7-16 Section 12.8.3
" k " : hx exponent based on Ta = 1.00
Table of building Weights by Floor Level...
Level # Wi: Weight Hi : Height
(Wi * Hi^k) Cvx Fx=Cvx * V
Sum Story Shear
Sum Story Moment
2 1.42 19.00
26.89 0.2155 1.30
1.30
0.00
1 8.90 11.00
97.90 0.7845 4.74
6.04
10.41
Sum Wi = 10.32 k Sum Wi * Hi =
124.79 k-ft Total Base Shear = 6.04 k
Base Moment = 76.8 k-ft
Diaphragm Forces : Seismic Design Category "B" to " F"
ASCE 7-16 12. 10. 1.1
Level # Wi Fi Sum Fi Sum Wi
Fpx : Calcd Fpx : Min
Fpx : Max
Fpx Dsgn. Force
2 1.42 1.30 1.30 1.42 1.30 0.25 0.50 0.50 1.30
1 8.90 4.74 6.04 10.32 5.21 1.56 3.13 3.13 4.74
Wpx ......................... Weight at level of diaphragm and other structure elements attached to it.
Fi ............................ Design Lateral Force applied at the level.
Sum Fi ....................... Sum of "Lat. Force" of current level plus all levels above
MIN Req'd Force @ Level ........ 0.20 * S os I * Wpx
MAX Req'd Force @ Level ........ 0.40 * S pS 1 * Wpx
Fpx : Design Force @ Level ....... Wpx * SUM(x->n) Fi / SUM(x->n) wi, x = Current level, n = Top Level
EXIFING NOU5E
V = 1.7k/2 = 0.85k
V = 1.7k/2 = 0.85k
25% V @ EA.
MIDDLE COLUMN
= 0.85k/4 = 0.213k
�® DECK AREA = 206 SQ FT x 5 psf =
1030 #
+� �® EXISTING HOUSE +218 psf 36 sgft = 8878#
1 st FLOOR WT
cp
N m F
to ® t M
H
SEE 12/54.1
FOR BEAM TO I V = 6.2k/2 = 3.1 k
POST, TYP
® Ilm
III
-�' CDV TOTAL - 4.74k x 1.3 = 6.2k
ISTALL HOT TUB =
219 psf in this area
V = 6.2k/2 = 3.1 k
1B1
o. 20` ° 2.26° 25% V @ EA.
DL = 5 psf 0.980.20' MIDDLE COLUMN
LL = 60 PSF 6'-5 3/4" 6'-4 3/4" 6'-6"
= 6.2k/4 = 1.55k
2.°
TOTAL AT COLUMN BELOW 08
5.08`
Project Title: Foster Deck & Addition
Engineer: vM
Project ID:
Project Descr:
Printed: 4 JAN 2021, 11:55AM
File: Foster Deck -REDESIGN .ec6Multiple Simple Beam Software coi)vright ENERCALC, INC. 1983-2020, Build:12.20.5.31
Description : Deck Framing -REDESIGN
Wood Beam Design: 2A
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
BEAM Size: 2x10, Sawn, Defined Brace Locations, 1st at 5.0 ft, 2nd at 10.0 ft, 3rd
Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending
Wood Species: Hem -Fir Wood Grade: No.2
Fb - Tension 850.0 psi Fc - Prll 1,300.0 psi Fv 150.0 psi Ebend- xx 1,300.0 ksi Density 26.840 pcf
Fb - Compr 850.0 psi Fc - Perp 405.0 psi Ft 525.0 psi Eminbend - xx 470.0 ksi
Applied Loads
Beam self weight calculated and added to loads
Unif Load: D = 0.0050, L = 0.060 k/ft, Trib= 1.330 ft
Design Summary
Max fb/Fb Ratio
= 0.809 : 1
fb : Actual :
624.36 psi at 10.000 ft in Span # 1
Fb: Allowable:
772.01 psi
Load Comb:
+D+L+H, LL Comb Run (*L)
Max fv/FvRatio =
0.501 : 1
fv : Actual :
60.16 psi at 10.000 ft in Span # 1
Fv: Allowable:
120.00 psi
Load Comb:
+D+L+H, LL Comb Run (LL)
Max Reactions (k)
D L Lr S W E
Left Support
0.03 0.40
Right Support
0.10 0.90
Wood Beam Design: 2B1
D 0.006650 L 0.07980
2x10
2x10
10.0 ft
5.0 ft
T
Max Deflections
H Transient Downward 0.307 in
Total Downward 0.317 in
Ratio 390
Ratio 378
L Only, LL Comb Run (`L)
)+L+H, LL Comb Run ('L)
Transient Upward -0.223 in
Total Upward -0.214 in
Ratio 536
Ratio 560
L Only, LL Comb Run (L`)
)+L+H, LL Comb Run (L*)
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
BEAM Size: U12, Sawn, Fully Unbraced
Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending
Wood Species: Hem -Fir Wood Grade: No.2
Fb - Tension 850.0 psi Fc - Prll 1,300.0 psi Fv 150.0 psi Ebend- xx 1,300.0 ksi Density 26.840 pcf
Fb - Compr 850.0 psi Fc - Perp 405.0 psi Ft 525.0 psi Eminbend - xx 470.0 ksi
Applied Loads
Beam self weight calculated and added to loads
Unif Load: D = 0.0050, L = 0.060 k/ft, Trib=
10.0 ft
Design Summary
Max fb/Fb Ratio
= 0.511 : 1
fb : Actual :
345.96 psi at
3.250 ft in Span # 1
Fb: Allowable:
677.32 psi
Load Comb:
+D+L+H
Max fv/FvRatio =
0.300 : 1
fv : Actual :
36.05 psi at
0.000 ft in Span # 1
Fv: Allowable:
120.00 psi
Load Comb:
+D+L+H
Max Reactions (k)
D L Lr
S W E H
Left Support
0.20 1.95
Right Support
0.20 1.95
D 0.050 L 0.60)
NEW
6x12
6.50 ft
Transient Downward 0.027 in
Ratio 2917
LC: L Only
Transient Upward 0.000 in
Ratio 9999
LC:
Total Downward 0.029 in
Ratio 2645
LC:+D+L+H
Total Upward 0.000 in
Ratio 9999
LC:
Project Title: Foster Deck & Addition
Engineer: VIM
Project ID:
Project Descr:
Printed: 4 JAN 2021, 11:55AM
File: Foster Deck -REDESIGN .ec6Multiple Simple Beam Software coi)vright ENERCALC, INC. 1983-2020, Build:12.20.5.31
Wood Beam Design : 1J1 w/ hottub load
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
BEAM Size: W2, Sawn, Braced @ Mid Span
Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending
Wood Species: Hem -Fir Wood Grade: No.2
Fb - Tension 850.0 psi Fc - Prll 1,300.0 psi Fv 150.0 psi Ebend- xx 1,300.0 ksi Density 26.840 pcf
Fb - Compr 850.0 psi Fc - Perp 405.0 psi Ft 525.0 psi Eminbend - xx 470.0 ksi
Applied Loads
Beam self weight calculated and added to loads
Unif Load: D = 0.0050, L = 0.060 k/ft, Trib= 1.330 ft
Unif Load: D = 0.2180 k/ft, 2.0 to 8.0 ft, Trib= 1.330 ft
Design Summary
Max fb/Fb Ratio = 0.805 : 1
fb : Actual :
685.39 psi at 5.000 ft in Span # 1
Fb: Allowable:
851.40 psi
Load Comb:
+D+L+H
Max fv/FvRatio =
0.397 : 1
fv : Actual :
47.67 psi at 9.067 ft in Span # 1
Fv: Allowable:
120.00 psi
Load Comb:
+D+L+H
Max Reactions (k)
D L Lr S W E
Left Support
0.94 0.40
Right Support
0.94 0.40
Wood Beam Design : Short Joists
D 0.006�0q &07980
4x12
10.0 ft
H Transient Downward 0.033 in Total Downward 0.138 in
Ratio 3588 Ratio 869
LC: L Only LC: +D+L+H
Transient Upward 0.000 in Total Upward 0.000 in
Ratio 9999 Ratio 9999
LC: LC:
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
BEAM Size: 2x8, Sawn, Fully Braced
Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending
Wood Species: Hem -Fir Wood Grade: No.2
Fb - Tension 850.0 psi Fc - Prll 1,300.0 psi Fv 150.0 psi Ebend- xx 1,300.0 ksi Density 26.840 pcf
Fb - Compr 850.0 psi Fc - Perp 405.0 psi Ft 525.0 psi Eminbend - xx 470.0 ksi
Applied Loads
Beam self weight calculated and added to loads
Unif Load: D = 0.0150, L = 0.060 k/ft, Trib= 1.330 ft
Design Summary
Max fb/Fb Ratio = 0.182 : 1
fb : Actual :
185.89 psi at 2.000 ft in Span # 1
Fb: Allowable:
1,020.00 psi
Load Comb:
+D+L+H
Max fv/FvRatio =
0.131 : 1
fv : Actual :
19.65 psi at 0.000 ft in Span # 1
Fv: Allowable:
150.00 psi
Load Comb:
+D+L+H
Max Reactions (k)
D L Lr S W E
Left Support
0.04 0.16
Right Support
0.04 0.16
D(0.01995) L(0.07980)
2x8
4.0 ft
H Transient Downward 0.007 in Total Downward 0.010 in
Ratio 6432 Ratio 5043
LC: L Only LC: +D+L+H
Transient Upward 0.000 in Total Upward 0.000 in
Ratio 9999 Ratio 9999
LC: LC:
Project Title: Foster Deck & Addition
Engineer: VIM
Project ID:
Project Descr:
Printed: 4 JAN 2021, 11:55AM
File: Foster Deck -REDESIGN .ec6Multiple Simple Beam Software coi)vright ENERCALC, INC. 1983-2020, Build:12.20.5.31
Wood Beam Design : 1J1 w/O HOTTUB LOAD
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
BEAM Size: W2, Sawn, Braced @ Mid Span
Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending
Wood Species: Hem -Fir Wood Grade: No.2
Fb - Tension 850.0 psi Fc - Prll 1,300.0 psi Fv 150.0 psi Ebend- xx 1,300.0 ksi Density 26.840 pcf
Fb - Compr 850.0 psi Fc - Perp 405.0 psi Ft 525.0 psi Eminbend - xx 470.0 ksi
Applied Loads
Beam self weight calculated and added to loads
Unif Load: D = 0.0050, L = 0.060 k/ft, Trib= 1.330 ft
Design Summary
Max fb/Fb Ratio = 0.623 : 1
fb : Actual :
424.75 psi at 5.000 ft in Span # 1
Fb: Allowable:
681.51 psi
Load Comb:
+D+L+H
Max fv/FvRatio =
0.270 : 1
fv : Actual :
32.39 psi at 9.067 ft in Span # 1
Fv: Allowable:
120.00 psi
Load Comb:
+D+L+H
Max Reactions (k)
D L Lr S W E
Left Support
0.05 0.40
Right Support
0.05 0.40
Wood Beam Design : 1 B1-AT HOT TUB
D(0.006650) L(0.07980)
2x12
10.0 ft
H Transient Downward 0.078 in Total Downward 0.088 in
Ratio 1538 Ratio 1369
LC: L Only LC: +D+L+H
Transient Upward 0.000 in Total Upward 0.000 in
Ratio 9999 Ratio 9999
LC: LC:
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
BEAM Size: W2, Sawn, Fully Braced
Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending
Wood Species: Hem -Fir Wood Grade: No.2
Fb - Tension 850.0 psi Fc - Prll 1,300.0 psi Fv 150.0 psi Ebend- xx 1,300.0 ksi Density 26.840 pcf
Fb - Compr 850.0 psi Fc - Perp 405.0 psi Ft 525.0 psi Eminbend - xx 470.0 ksi
Applied Loads
Beam self weight calculated and added to loads
Unif Load: D = 0.0050 k/ft, Trib= 5.0 ft
Unif Load: D = 0.2180 k/ft, Trib= 3.0 ft
Unif Load: D = 0.0050, L = 0.060 k/ft, Trib= 1.0 ft
Design Summary
Max fb/Fb Ratio = 0.594 : 1
fb : Actual :
363.74 psi at 3.250 ft in Span # 1
Fb: Allowable:
612.00 psi
Load Comb:
+D+H
Max fv/FvRatio =
0.351 : 1
fv : Actual :
37.90 psi at 0.000 ft in Span # 1
Fv: Allowable:
108.00 psi
Load Comb:
+D+H
Max Reactions (k)
D L Lr S W E
Left Support
2.26 0.20
Right Support
2.26 0.20
D(0_@Q6(��)060)
6x12
6.50 ft
H Transient Downward 0.003 in Total Downward 0.034 in
Ratio 9999 Ratio 2316
LC: L Only LC: +D+L+H
Transient Upward 0.000 in Total Upward 0.000 in
Ratio 9999 Ratio 9999
LC: LC:
Project Title: Foster Deck & Addition
Engineer: vM
Project ID:
Project Descr:
Printed: 4 JAN 2021, 11:55AM
File: Foster Deck-REDESIGN.ec6MUltl le Simple Beam Software convright ENERCALC, INC. 1983-2020, Build:12.20.5.31
Wood Beam Design : 1B1-NO HOT TUB
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
BEAM Size: W2, Sawn, Fully Braced
Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending
Wood Species: Hem -Fir Wood Grade: No.2
Fb - Tension 850.0 psi Fc - Prll 1,300.0 psi Fv 150.0 psi Ebend- xx 1,300.0 ksi Density 26.840 pcf
Fb - Compr 850.0 psi Fc - Perp 405.0 psi Ft 525.0 psi Eminbend - xx 470.0 ksi
Applied Loads
Beam self weight calculated and added to loads
Unif Load: D = 0.0050, L = 0.060 k/ft, Trib= 5.0 ft
Design Summary
Max fb/Fb Ratio
= 0.259. 1
fb : Actual :
176.06 psf at 3.250 ft in Span # 1
Fb: Allowable:
680.00 psi
Load Comb:
+D+L+H
Max fv/FvRatio =
0.153 : 1
fv : Actual :
18.34 psi at 0.000 ft in Span # 1
Fv : Allowable:
120.00 psi
Load Comb:
+D+L+H
D(0.0250) L(0.30)
6x 12
6.50 ft
Max Reactions (k) D L Lr S W E H Transient Downward 0.013 in Total Downward 0.015 in
Left Support 0.12 0.98 Ratio 5835 Ratio 5197
Right Support 0.12 0.98 LC: L Only LC: +D+L+H
Transient Upward 0.000 in Total Upward 0.000 in
Ratio 9999 Ratio 9999
LC: LC:
Project Title: Foster Deck & Addition
Engineer: VM
Project ID:
Project Descr:
Printed: 3 JAN 2021, 10:14PM
Wood Column File: Foster Deck-REDESIGN.ec6 `
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.5.31
KW-06002858 I.L. GROSS
DESCRIPTION: Columns Below B1
Code References
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
Load Combinations Used : ASCE 7-10
General Information
Analysis Method : Allowable Stress Design
End Fixities Top & Bottom Pinned
Overall Column Height
10 ft
( Used for non -slender calculations )
Wood Species Hem -Fir
Wood Grade No.2
Fb + 850.0 psi Fv
150.0 psi
Fb - 850.0 psi Ft
525.0 psi
Fc - Prll 1,300.0 psi Density
26.840 pcf
Fc - Perp 405.0 psi
E : Modulus of Elasticity ... x-x Bending
y-y Bending
Basic 1,300.0
1,300.0
Minimum 470.0
470.0
Wood Section Name 6x6
Wood Grading/Manuf. Graded Lumber
Wood Member Type Sawn
Exact Width
5.50 in Allow Stress Modification Factors
Exact Depth
5.50 in Cf or Cv for Bending
1.0
Area
30.250 in12 Cf or Cv for Compression
1.0
Ix
76.255 in14 Cf or Cv for Tension
1.0
ly
76.255 in14 Cm : Wet Use Factor
1.0
Incising Factors :
Ct : Temperature Factor
1.0
for Bending
0.80 Cfu : Flat Use Factor
1.0
Axial for Elastic Modulus
0.95 Kf : Built-up columns
1.0 NDS 15.3.2
1,300.0 ksi
Use Cr : Repetitive ?
No
Brace condition for deflection
(buckling) along columns :
X-X (width) axis :
Unbraced Length for buckling ABOUT Y-Y Axis =
10 ft, K = 1.0
Y-Y (depth) axis :
Unbraced Length for buckling ABOUT X-X Axis =
10 ft, K = 1.0
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Column self weiqht included : 56.383 Ibs * Dead Load Factor
AXIAL LOADS ...
Axial Load at 10.0 ft, D = 2.780, L = 5.080 k
BENDING LOADS ...
Moment actinq about X-X axis at 10.0 ft, E = 1.342 k-ft
DESIGN SUMMARY
Bending & Shear Check Results
PASS Max. Axial+Bending Stress Ratio =
0.4782 :1
Maximum SERVICE Lateral Load Reactions. .
Load Combination
+D+0.750L+0.5250E
Top along Y-Y
0.1342 k
Bottom along Y-Y 0.1342
k
Governing NDS Forumld 1 Comp +
Mxx, NDS
Eq. 3.9-3
Top along X-X
0.0 k
Bottom along X-X
0.0 k
Location of max.above base
9.933 ft
Maximum SERVICE Load Lateral Deflections ...
At maximum location values are ...
Along Y-Y
0.1593 in at
5.839 ft above base
Applied Axial
6.646 k
for load combination : E Only
Applied Mx
0.6998 k-ft
Applied My
0.0 k-ft
Along X-X
0.0 in at
0.0 ft above base
Fc: Allowable
707.09 psi
for load combination : n/a
Other Factors used to calculate allowable stresses ...
PASS Maximum Shear Stress Ratio =
0.02426 : 1
Bending Compression
Tension
Load Combination
+D+0.70E
Location of max.above base
10.0 ft
Applied Design Shear
4.658 psi
Allowable Shear
192.0 psi
Load Combination Results
Maximum
Axial + Bending
Stress Ratios
Maximum Shear Ratios
Load Combination
C D
C P Stress Ratio Status
Location
Stress Ratio Status
Location
D Only
0.900
0.640
0.1566 PASS
0.0 ft
0.0 PASS
10.0 ft
+D+L
1.000
0.600
0.4193 PASS
0.0 ft
0.0 PASS
10.0 ft
+D+0.750L
1.250
0.515
0.3282 PASS
0.0 ft
0.0 PASS
10.0 ft
+D+0.70E
1.600
0.425
0.4372 PASS
9.933 ft
0.02426 PASS
10.0 ft
+D+0.750L+0.5250E
1.600
0.425
0.4782 PASS
9.933 ft
0.01820 PASS
10.0 ft
+0.60D
1.600
0.425
0.07956 PASS
0.0 ft
0.0 PASS
10.0 ft
+0.60D+0.70E
1.600
0.425
0.4051 PASS
9.933 ft
0.02426 PASS
10.0 ft
Project Title: Foster Deck & Addition
Engineer: VM
Project ID:
Project Descr:
Printed: 3 JAN 2021, 10:14PM
Wood Column
File: Foster Deck-REDESIGN.ec6
Software copyright ENERCALC, INC. 1983-2020 , Build:12.20.5.31
-•
DESCRIPTION: Columns Below B1
Maximum Reactions
Note: Only non -zero reactions are listed.
X-X Axis Reaction
k
Y-Y Axis Reaction Axial
Reaction
My - End Moments k-ft Mx - End Moments
Load Combination
@ Base
@ Top
@ Base
@ Top
@ Base
@ Base @ Top @ Base @ Top
D Only
2.836
+D+L
7.916
+D+0.750L
6.646
+D+0.70E
0.094
-0.094
2.836
+D+0.750L+0.5250E
0.070
-0.070
6.646
+0.60D
1.702
+0.60D+0.70E
0.094
-0.094
1.702
L Only
5.080
E Only
0.134
-0.134
Maximum Deflections for Load Combinations
Load Combination
Max. X-X Deflection
Distance
Max. Y-Y Deflection Distance
D Only
0.0000
in
0.000
ft
0.0000
in
0.000
ft
+D+L
0.0000
in
0.000
ft
0.0000
in
0.000
ft
+D+0.750L
0.0000
in
0.000
ft
0.0000
in
0.000
ft
+D+0.70E
0.0000
in
0.000
ft
0.1115
in
5.839
ft
+D+0.750L+0.5250E
0.0000
in
0.000
ft
0.0837
in
5.839
ft
+0.60D
0.0000
in
0.000
ft
0.0000
in
0.000
ft
+0.60D+0.70E
0.0000
in
0.000
ft
0.1115
in
5.839
ft
L Only
0.0000
in
0.000
ft
0.0000
in
0.000
ft
E Only
0.0000
in
0.000
ft
0.1593
in
5.839
ft
Sketches
7.880k
7.860k
0
+X
I
5.50 in
Project Title: Foster Deck & Addition
Engineer: VM
Project ID:
Project Descr:
Printed: 4 JAN 2021, 11:10AM
Wood Column File: Foster Deck-REDESIGN.ec6
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.5.31
KW-06002858 I.L. GROSS
DESCRIPTION: 6x6 brace
Code References
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
Load Combinations Used : ASCE 7-10
General Information
Analysis Method : Allowable Stress Design
End Fixities Top & Bottom Pinned
Overall Column Height 11.5 ft
( Used for non -slender calculations )
Wood Section Name
6x6
Wood Grading/Manuf.
Graded Lumber
Wood Member Type
Sawn
Exact Width 5.50 in Allow Stress Modification Factors
Wood Species Hem -Fir
Exact Depth 5.50 in Cf or Cv for Bending
1.0
Wood Grade No.2
Area 30.250 in^2 Cf or Cv for Compression
1.0
Fb + 850.0 psi Fv
150.0 psi Ix 76.255 in^4 Cf or Cv for Tension
1.0
Fb - 850.0 psi Ft
525.0 psi Iy 76.255 in^4 Cm :Wet Use Factor
1.0
Fc - P1,0psi Density
26.840 pcf Incising Factors : Ct : Temperature Factor
1.0
Fc Perp 405.0 .0 psi
for Bending 0.80 Cfu : Flat Use Factor
1.0
E : Modulus of Elasticity ... x-x Bending y-y Bending Axial for Elastic Modulus 0.95 Kf : Built-up columns
1.0 NDS 15.3.2
Basic 1,300.0
1,300.0 1,300.0 ksi Use Cr : Repetitive ?
No
Minimum 470.0
470.0 Brace condition for deflection (buckling) along columns :
X-X (width) axis : Unbraced Length for buckling ABOUT Y-Y Axis = 11.5 ft, K = 1.
Y-Y (depth) axis : Unbraced Length for buckling ABOUT X-X Axis = 11.5 ft, K = 1.
Applied Loads
Service loads entered. Load Factors will be applied for calculations.
Column self weiqht included : 64.840 Ibs * Dead Load Factor
AXIAL LOADS ...
Axial Load at 11.50 ft, E = 2.550 k
DESIGN SUMMARY
Bending & Shear Check Results
PASS Max. Axial+Bending Stress Ratio =
0.1097 :1 Maximum SERVICE Lateral Load Reactions. .
Load Combination
+D+0.70E Top along Y-Y 0.0 k Bottom along Y-Y
0.0 k
Governing NDS Forumla Comp Only, fc/Fc' Top along X-X 0.0 k Bottom along X-X
0.0 k
Location of max.above base
0.0 ft Maximum SERVICE Load Lateral Deflections ...
At maximum location values are ...
Along Y-Y 0.0 in at 0.0 ft above base
Applied Axial
1.850 k for load combination : n/a
Applied Mx
0.0 k-ft
Applied My
0.0 k-ft Along X-X 0.0 in at 0.0 ft above base
Fc: Allowable
557.50 psi for load combination : n/a
Other Factors used to calculate allowable stresses ...
PASS Maximum Shear Stress Ratio =
0.0 : 1 Bending Compression
Tension
Load Combination
+0.60D+0.70E
Location of max.above base
11.50 ft
Applied Design Shear
0.0 psi
Allowable Shear
192.0 psi
Load Combination Results
Maximum Axial + Bending Stress Ratios Maximum Shear Ratios
Load Combination C D
C P Stress Ratio Status Location Stress Ratio Status Location
D Only 0.900
0.534 0.004292 PASS 0.0 ft 0.0 PASS
11.50 ft
+D+0.70E 1.600
0.335 0.1097 PASS 0.0 ft 0.0 PASS
11.50 ft
+D+0.5250E 1.600
0.335 0.08323 PASS 0.0 ft 0.0 PASS
11.50 ft
+0.60D 1.600
0.335 0.002307 PASS 0.0 ft 0.0 PASS
11.50 ft
+0.60D+0.70E 1.600
0.335 0.1082 PASS 0.0 ft 0.0 PASS
11.50 ft
Maximum Reactions
Note: Only non -zero reactions
are listed.
XA Axis Reaction k Y-Y Axis Reaction Axial Reaction My - End Moments k-ft Mx - End Moments
Load Combination @ Base
@ Top @ Base @ Top @ Base @ Base @ Top @ Base
@ Top
D Only
0.065
+D+0.70E
1.850
Project Title: Foster Deck & Addition
Engineer: VM
Project ID:
Project Descr:
Printed: 4 JAN 2021, 11:10AM
Wood Column
File: Foster Deck-REDESIGN.ec6
Software copyright ENERCALC, INC.1983-2020, Build:12.20.5.31
-•
DESCRIPTION: 6x6 brace
Maximum Reactions
Note: Only non -zero reactions are listed.
X-X Axis Reaction
k
Y-Y Axis
Reaction Axial
Reaction
My - End Moments k-ft Mx - End Moments
Load Combination
@ Base
@ Top
@ Base
@ Top
@ Base
@ Base @ Top @ Base @ Top
+D+0.5250E
1.404
+0.60D
0.039
+0.60D+0.70E
1.824
E Only
2.550
Maximum Deflections for Load
Combinations
Load Combination
Max. X-X Deflection
Distance
Max. Y-Y Deflection Distance
D Only
0.0000
in
0.000
ft
0.0000
in
0.000
ft
+D+0.70E
0.0000
in
0.000
ft
0.0000
in
0.000
ft
+D+0.5250E
0.0000
in
0.000
ft
0.0000
in
0.000
ft
+0.60D
0.0000
in
0.000
ft
0.0000
in
0.000
ft
+0.60D+0.70E
0.0000
in
0.000
ft
0.0000
in
0.000
ft
E Only
0.0000
in
0.000
ft
0.0000
in
0.000
ft
Sketches
r—_
0
LO
5.50 in
+X
2.S k
2. W
I II
Project Title: Foster Deck & Addition
Engineer: VM
Project ID:
Project Descr:
Printed: 3 JAN 2021, 9:37PI
Wood Ledger File: Foster Deck-REDESIGN.ecI3
g Software copyright ENERCALC, INC. 1983-2020, Build:12.20.5.31
11111 iffRil3sx!V]
DESCRIPTION: 2nd Floor Ledger
Code References
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
Load Combinations Used : ASCE 7-16
General Information
Ledger Width
1.50 in
Ledger Depth
11.250 in
Ledger Wood Species
Hem -Fir
G : Specific Gravity
0.430
Bolt Diameter
1/4" in
Bolt Spacing
6.0 in
Cm - Wet Service Factor
1.0
Ct - Temperature Factor
1.0
Cg - Group Action Factor
1.0
C A - Geometry Factor
1.0
Design Method: ASD (using Service Load Combinations
Wood Stress Grade : Hem -Fir, No.2
Fb Allow 850.0 psi
Fv Allow 150.0 psi
Fyb : Bolt Bending Yield 45,000 psi
Wood as Main Supporting Member
Width 1.50 in
Wood Species Douglas Fir -Larch
G : Specific Gravity 0.50
D(38.0) L(150.0)
Analytical model actually uses 100 spans to ensure that all possible combinations of bolt location and point load location are evaluated. Final results are an envelope solution.
Load Data
Dead Roof Live Floor Live Snow Wind Seismic
Uniform Load... 38.0 plf plf 150.0 plf plf plf plf
Point Load... Ibs Ibs Ibs Ibs Ibs Ibs
Spacing in
Offset in
Horizontal Shear Ibs Ibs Ibs Ibs Ibs Ibs
Earth
plf
Ibs
Ibs
Project Title: Foster Deck & Addition
Engineer: VM
Project ID:
Project Descr:
Printed: 3 JAN 2021, 9:37PM
Wood Ledger File: Foster Deck-REDESIGN.ec6
g Software copyright ENERCALC, INC. 1983-2020, Build:12.20.5.31
KW-06002858 I.L. GROSS
DESCRIPTION: 2nd Floor Ledger
DESIGN SUMMARY
=
•
Maximum Ledger Bending
Maximum Bolt Bearing Summary
Dowel Bearing Strengths
Load Combination ...
Load Combination ...
(for specific gravity & bolt diameter)
+D+L
+D+L
Ledger, Perp to Grain
4,450.0 ksi
Moment
3.917 ft-lb
Max. Vertical Load 94.0 Ibs
Ledger, Parallel to Grain
5,600.0 ksi
fb : Actual Stress
1.485 psi
Bolt Allow Vertical Load 120.730 Ibs
Supporting Member, Perp to Grain
3,600.0 ksi
Fb : Allowable Stress
850.0 psi
Supporting Member, Parallel to Grain
4,800.0 ksi
Stress Ratio 0.001748 :1
Maximum Ledger Shear
Load Combination ...
+D+L
Shear 47.0 Ibs
fv : Actual Stress 8.356 psi
Fv : Allowable Stress 100.0 psi
Stress Ratio 0.08356 :1
Allowable Bolt Capacity
Governing Load Combination .. +D+L
Resutant Load Angle : Theta = 90.0 deg
Bolt Capacity - Load Perpendicular to Grain
Fern
4,450.0
Fes
3,600.0
Fyb
Re
1.236
Rt
1.0
k1
0.4624
k2
1.263
k3
Im :
Eq 11.3-1
Rd =
5.0
Z =
Is :
Eq 11.3-2
Rd =
5.0
Z =
11 :
Eq 11.3-3
Rd =
4.50
Z =
I I Im :
Eq 11.3-4
Rd =
4.0
Z =
Ills :
Eq 11.3-5
Rd =
4.0
Z =
IV :
Eq 11.3-6
Rd =
4.0
Z =
Zmin :
Basic Design Value =
Max. Horizontal Load
Bolt Allow Horizontal Load
Angle of Resultant
Diagonal Component
Allow Diagonal Bolt Force
Stress Ratio, Wood @ Bolt
0.0 Ibs
171.984 Ibs
90.0 deg
94.0 Ibs
120.730 Ibs
0.7786 :1
Refer to NDS Section 11.3 for Bolt Capacity calculation method.
Ktheta = 1.250
Fe theta =
120.730
Bolt Capacity - Load Parallel to Grain
45,000.0
Fern
5,600.0
Fes
4,800.0
Fyb
45,000.0
Re
1.167
Rt
1.0
1.055
k1
0.4483
k2
1.198
k3
1.046
333.750 Ibs
Im :
Eq 11.3-1
Rd =
4.0
Z =
525.0 Ibs
270.0 Ibs
Is :
Eq 11.3-2
Rd =
4.0
Z =
450.0 Ibs
138.705 Ibs
II :
Eq 11.3-3
Rd =
3.60
Z =
224.170 Ibs
151.783 Ibs
Illm :
Eq 11.3-4
Rd =
3.20
Z =
235.774 Ibs
136.037 Ibs
Ills :
Eq 11.3-5
Rd =
3.20
Z =
216.739 Ibs
120.730 Ibs
IV :
Eq 11.3-6
Rd =
3.20
Z =
171.984 Ibs
120.730 Ibs
Zmin
: Basic
Design Value
=
171.984 Ibs
Reference design value - Perpendicular to Grain : Reference design value - Parallel to Grain :
Z' CM " CD' Ct * Cg ' Cdelta = 120.730 Ibs Z " CM " CD' Ct * Cg ' Cdelta = 171.984 Ibs
Project Title: Foster Deck & Addition
Engineer: VM
Project ID:
Project Descr:
Printed: 3 JAN 2021, 9:59PM
Wood Column File: Foster Deck-REDESIGN.ec6 `
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.5.31
KW-06002858 I.L. GROSS
DESCRIPTION: Columns Below B2
Code References
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
Load Combinations Used : ASCE 7-10
General Information
Analysis Method : Allowable Stress Design
End Fixities Top Free, Bottom Fixed
Overall Column Height
9 ft
( Used for non -slender calculations )
Wood Species Hem -Fir
Wood Grade No.2
Fb + 850.0 psi Fv
150.0 psi
Fb - 850.0 psi Ft
525.0 psi
Fc - Prll 1,300.0 psi Density
26.840 pcf
Fc - Perp 405.0 psi
E : Modulus of Elasticity ... x-x Bending y-y Bending
Basic 1,300.0
1,300.0
Minimum 470.0
470.0
Wood Section Name 6x6
Wood Grading/Manuf. Graded Lumber
Wood Member Type Sawn
Exact Width
5.50 in Allow Stress Modification Factors
Exact Depth
5.50 in Cf or Cv for Bending
1.0
Area
30.250 in12 Cf or Cv for Compression
1.0
Ix
76.255 in14 Cf or Cv for Tension
1.0
ly
76.255 in14 Cm : Wet Use Factor
1.0
Incising Factors :
Ct : Temperature Factor
1.0
for Bending
0.80 Cfu : Flat Use Factor
1.0
Axial for Elastic Modulus
0.95 Kf : Built-up columns
1.0 NDS 15.3.2
1,300.0 ksi
Use Cr : Repetitive ?
No
Brace condition for deflection
(buckling) along columns :
X-X (width) axis :
Unbraced Length for buckling ABOUT Y-Y Axis =
9 ft, K = 1.20
Y-Y (depth) axis :
Unbraced Length for buckling ABOUT X-X Axis =
9 ft, K = 1.20
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Column self weiqht included : 50.744 Ibs * Dead Load Factor
AXIAL LOADS ...
Axial Load at 9.0 ft, D = 0.40, L = 3.90 k
BENDING LOADS ...
Lat. Point Load at 9.0 ft creatinq Mx-x, E = 0.2130 k
DESIGN SUMMARY
Bending & Shear Check Results
PASS Max. Axial+Bending Stress Ratio =
0.5460 : 1
Maximum SERVICE Lateral Load Reactions. .
Load Combination
+D+0.70E
Top along Y-Y
0.1342 k
Bottom along Y-Y 0.2130
k
Governing NDS Forumld 1 Comp +
Mxx, NDS
Eq. 3.9-3
Top along X-X
0.0 k
Bottom along X-X
0.0 k
Location of max.above base
0.0 ft
Maximum SERVICE Load Lateral Deflections ...
At maximum location values are ...
Along Y-Y
0.9449 in at
9.0 ft above base
Applied Axial
0.4507 k
for load combination : E Only
Applied Mx
-1.342 k-ft
Applied My
0.0 k-ft
Along X-X
0.0 in at
0.0 ft above base
Fc: Allowable
621.65 psi
for load combination : n/a
Other Factors used to calculate allowable stresses ...
PASS Maximum Shear Stress Ratio =
0.03851 : 1
Bending Compression
Tension
Load Combination
+D+0.70E
Location of max.above base
8.940 ft
Applied Design Shear
7.393 psi
Allowable Shear
192.0 psi
Load Combination Results
Maximum
Axial + Bending
Stress Ratios
Maximum Shear Ratios
Load Combination
C D
C P Stress Ratio Status
Location
Stress Ratio Status
Location
D Only
0.900
0.582
0.02737 PASS
0.0 ft
0.0 PASS
9.0 ft
+D+L
1.000
0.541
0.2555 PASS
0.0 ft
0.0 PASS
9.0 ft
+D+0.750L
1.250
0.458
0.1875 PASS
0.0 ft
0.0 PASS
9.0 ft
+D+0.70E
1.600
0.374
0.5460 PASS
0.0 ft
0.03851 PASS
8.940 ft
+D+0.750L+0.5250E
1.600
0.374
0.5090 PASS
0.0 ft
0.02888 PASS
8.940 ft
+0.60D
1.600
0.374
0.01438 PASS
0.0 ft
0.0 PASS
9.0 ft
+0.60D+0.70E
1.600
0.374
0.5409 PASS
0.0 ft
0.03851 PASS
8.940 ft
Project Title: Foster Deck & Addition
Engineer: VM
Project ID:
Project Descr:
Printed:
3 JAN 2021, 9:59PM
Wood Column
File: Foster Deck-REDESIGN.ec6
Software copyright ENERCALC, INC.1983-2020, Build:12.20.5.31
-•
DESCRIPTION: Columns Below B2
Maximum Reactions
Note: Only non -zero reactions are listed.
X-X Axis Reaction
k
Y-Y Axis Reaction Axial
Reaction
My - End Moments k-ft
Mx - End Moments
Load Combination
@ Base
@ Top
@ Base
@ Top
@ Base
@ Base @ Top
@ Base @ Top
D Only
-0.134
0.451
+D+L
-0.134
4.351
+D+0.750L
-0.134
3.376
+D+0.70E
0.149
-0.134
0.451
1.342
+D+0.750L+0.5250E
0.112
-0.134
3.376
1.006
+0.60D
-0.134
0.270
+0.60D+0.70E
0.149
-0.134
0.270
1.342
L Only
-0.134
3.900
E Only
0.213
-0.134
1.917
Maximum Deflections for Load Combinations
Load Combination
Max. X-X Deflection
Distance
Max. Y-Y Deflection Distance
D Only
0.0000
in
0.000
ft
0.0000
in
0.000
ft
+D+L
0.0000
in
0.000
ft
0.0000
in
0.000
ft
+D+0.750L
0.0000
in
0.000
ft
0.0000
in
0.000
ft
+D+0.70E
0.0000
in
0.000
ft
0.6614
in
9.000
ft
+D+0.750L+0.5250E
0.0000
in
0.000
ft
0.4961
in
9.000
ft
+0.60D
0.0000
in
0.000
ft
0.0000
in
0.000
ft
+0.60D+0.70E
0.0000
in
0.000
ft
0.6614
in
9.000
ft
L Only
0.0000
in
0.000
ft
0.0000
in
0.000
ft
E Only
0.0000
in
0.000
ft
0.9354
in
8.940
ft
Sketches
4.30k
4.30k
r-_
0
LO
5.50 in
+X
EM
DECK LATERAL
BRACING FORCES
Ry =10k x 6/6.08 � 9.9k
1
6 V6.08
6.31
9.63 11.51
Rx =10k x 1 /6.08 = 1.64k > 1.4K
OK
V= (6.04kx 1.3x0.7)/2=
2.7k/ 2 braces = 1.4k
Pbraae =1.4k x 1 1.51 /6.31 = 2.55k
10 KIP HELICAL PILES, TYP
PER GEOTECH REPORT